Hello,
I'm a structural engineer which is interested in SSI: I've seen SASSI software, but at the moment I can find only commercial versions (e.g., ACS SASSI or the Ghiocel one), which are derived from a certain SASSI2000/SASSI2010 academic versions. However, I'm pretty sure that should exist...
You can go there:
https://sites.ualberta.ca/~wmoussa/AnsysTutorial/AU/AU.html
There's plenty of examples, where you can learn apdl syntax. They're usually at the end of each page. Example: https://sites.ualberta.ca/~wmoussa/AnsysTutorial/CL/CBT/Truss/print.html
Then I suggest you to use Ansys...
Hello,
@r6155: it's an horizontal pressure vessel. There is a baseplate casted in concrete and then the equipment is bolted on this baseplate. The anchor bolt which I'm talking about in this thread is the headed stud that will be inside concrete and CANNOT pass through the baseplae, so it's...
Hello to all and many thanks for your active participation, it is really great!
@desertfox: the article you linked is very interesting. I'm not expert of US steel grades, but it seems that exists some steel bolts with an high enough elastic limit that in case of necessity can be welded. If I'm...
Hello,
@r6155: yes, that's why I asked. If I already knew the answer, I wouldn't ask... As I said in my first post, I've always heard that: NOT WELD high grades bolts. But it is not enough to me, and since I was exploring alternative ways, I wanted to know more and reasons. Desertfox has been...
Hi desertfox,
Yes, the S420 steel will be the new steel class for round bars. If some expert gives me an advice, I follow that advice, I just like to comprehend the physics behind and its real meaning, besides prescriptions and norms :)
Thanks another one time!
Hi desertfox,
I don't understand: in the last message, I said that I've abandoned the 8.8 class and that I've chosen another solution, which is rolled bars in S420ML steel, welded to a S355J2 plate. The S355 is described in EN 10025-2 as a weldable steel, and S420ML (from EN 10025-4) is known...
Hi desertfox,
Another thank you for your answer. Unfortunately, the issue is that design is already fixed and cannot change. If not, I would simply increase diameter and/or change anchor arrangement in a more convenient way: I'm not a fan either of 8.8 grade solution, but one should explore all...
Hi desertfox,
Thanks for your answer, and I agree with you that weld can alter locally bolt mechanics characteristics. But these bolts will be some tie rods in concrete, and not a steel-steel connection, so they will be loaded only in tension and their maximum expected stress is about 380 MPa...
thread725-449248
Hello,
Since I've found a thread which treated this issue but it is closed now, I'd like to readress this question and add some reflections.
In fact, I've digged the EN ISO 898-1, EN 683-2 and EN 10025-2. I've found for example that the S355, by the IIS formula, that the...
Hello,
Do you have any idea of where it is possible to download SASSI 2000? Not a commercial version as ACSASSI and similar, but a freeware version. I think that as for other codes like SHAKE91, FLUSH etc. there is the possibility to obtain the original version. Or not?
I want to specify that gravity might not be the design load for mechanical purposes, but in CW it can be more than relevant. But yes, the gravity is not added by default because it is a general purpose FE software, so if you want for example to consider a different gravity value, or a more...
@FEA Way: yes, absolutely, but this is equivalent to model an infinite local stiffness on the overlap region, right? I'm doing this simplified example to extend it on more complex geometries, where the simple offset is a bit more complicate to manage.
Hello, I've got a general question about FEA and shell intersection: considering the case of two large concrete walls (say about 2 m thick each) that create a T intersection, a finite element model that uses only thick shells elements should consider the stiffness increment due to superposition...
